Review on Research of Damage Mechanism of Ballastless Track Concrete Under Coupled Freeze-Thaw and Fatigue Actions in Cold Regions
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摘要:
随着高速铁路向高寒、高海拔地区延伸，无砟轨道混凝土结构在长期冻融循环与高频列车荷载耦合作用下面临严峻的耐久性挑战. 本文系统综述冻融循环、疲劳荷载及其耦合作用下无砟轨道混凝土的损伤演化机理与研究进展. 首先，阐述冻融循环的循环作用特征，总结无砟轨道混凝土跨尺度试验研究结果，以揭示冻融循环作用下无砟轨道混凝土损伤发展规律；进一步地探究列车荷载统计特征及传递规律，从材料试件与足尺结构试验层面论述列车荷载作用下无砟轨道混凝土结构与层间界面的力学性能，概括引入混凝土损伤力学的无砟轨道理论分析框架；最后，归纳冻融-疲劳耦合作用的协同损伤效应，指出耦合作用显著加剧混凝土微观孔隙发展与宏观力学性能劣化. 文中回顾评述了在此方面的研究现状与最新进展，阐明目前研究存在的技术问题以及未来研究的发展趋势，以期为高寒地区无砟轨道的安全运维与长效设计提供理论支撑.
Abstract:With the extension of high-speed railways into cold and high-altitude regions, ballastless track concrete structures face severe durability challenges under the long-term coupling action of freeze-thaw cycles and high-frequency train loads. The damage evolution mechanism and research progress of ballastless track concrete under freeze-thaw cycle, fatigue load, and their coupling action were systematically reviewed. Firstly, the cyclic action characteristic of the freeze-thaw cycle was elaborated, and the cross-scale experimental research results of ballastless track concrete were summarized to reveal the damage development law of ballastless track concrete under the freeze-thaw cycle. Furthermore, the statistical characteristics and transfer law of train load were explored. The mechanical properties of the ballastless track concrete structure and the interlayer interface under train load were discussed from the levels of material specimen and full-scale structure tests, and the theoretical analysis framework of ballastless track introducing concrete damage mechanics was generalized. Finally, the synergistic damage effect of freeze-thaw and fatigue coupling action was generalized, and it was pointed out that the coupling action significantly exacerbated the micro-pore development and macro-mechanical property degradation of concrete. The research status and latest progress in this field were reviewed and evaluated, and the existing technical problems in current research and the development trend of future research were clarified to provide theoretical support for the safe operation and maintenance and long-term design of ballastless tracks in cold regions.
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Key words:
- ballastless track /
- concrete /
- freeze-thaw cycle /
- fatigue load /
- damage evolution
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图 1 沈阳地区无砟轨道混凝土自然冻融条件下逐时温度演化过程
Figure 1. Hourly temperature evolution process of ballastless track concrete under natural freeze-thaw condition in Shenyang
图 8 界面离缝形态细观演化机制
Figure 8. Mesoscopic evolution mechanism of interface separation morphology
图 12 冻融与疲劳顺序耦合试验加载形式与装置
Figure 12. Loading form and device of freeze-thaw and fatigue sequential coupling test
图 13 冻融与疲劳耦合作用下宏观评价指标变化规律[107]
Figure 13. Variation law of macroscopic evaluation indicator under freeze-thaw and fatigue coupling action [107
城市 最冷月平均气温/℃ 年冻融循环次数/次 城市 最冷月平均气温/℃ 年冻融循环次数/次 哈尔滨 −19.7 129 拉萨 −2.3 100 牡丹江 −18.8 126 石家庄 −3.1 78 沈阳 −12.7 118 北京 −4.7 84 那曲 −13.8 183 银川 −9.2 89 长春 −16.7 120 大连 −5.3 109 延吉 −14.8 112 天津 −4.2 81 西宁 −10.9 157 济南 −1.7 70 乌鲁木齐 −8.6 111 西安 −1.3 87 兰州 −7.3 107 青岛 −2.6 68 呼和浩特 −13.2 123 郑州 −0.3 58 太原 −7.0 100 武汉 −0.3 47 
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表 2 冻融损伤比例系数K
Table 2. Freeze-thaw damage proportion coefficient K
气候区最冷月平均气温/℃ 受冻等级 K (−∞，−8] 严重受冻区 7 (−8，−4) 受冻区 12 [−4，0) 微冻区 17 [0，+∞) 偶冻区 23
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表 3 冻融损伤微观表征方法及其适用性
Table 3. Microscopic characterization method of freeze-thaw damage and its applicability
方法 表征对象 可获取信息 主要优势 关键局限 MIP[38] 孔隙体系 孔径分布、连通性 可定量孔隙结构演化 破坏性，无法原位 低场 NMR[45] 冻结水与未冻水 水分状态、饱和度 直接反映冻融本质 空间分辨率低 XRD[39] 水化与结晶相 Ca（OH）2、CaCO3等 表征化学退化 无法空间表征 SEM[40] 微裂纹、界面过渡区 界面与裂纹形貌 分辨率高 仅局部视野 工业 CT[48] 孔隙与裂隙网络 三维损伤结构 非破坏、可视化 微米级分辨 超声波/弹性波[51] 整体损伤 波速、动态模量 可连续监测 间接表征 声发射（AE）[50] 裂纹活动 裂纹萌生与扩展 实时损伤监测 定位精度有限 DIC[52] 表面裂纹与界面 变形与开裂过程 原位力学可视 不反映内部
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表 4 冻融劣化理论的核心假设及其在无砟轨道中的适用性
Table 4. Core assumption of freeze-thaw deterioration theory and its applicability in ballastless track
理论类型 核心物理机制 关键假设 无砟轨道适用性 主要局限 静水压理论[66] 冻结膨胀引起孔隙水压力 孔隙体系封闭、材料均质 可解释轨道板表层冻胀与剥落 难描述裂缝与界面处水分快速迁移 渗透压理论[68] 浓度梯度驱动水迁移 孔隙溶液连续、扩散控制 适用于盐冻区轨道板与砂浆层 难反映动力荷载下界面抽吸效应 热力学理论[69] 相变潜热与温度应力 冰晶均匀生长 可解释骨料–浆体界面开裂 难模拟轨道多层结构非均匀性 临界饱和度[70] 只有超饱和才冻损 饱和度空间均匀 适用于整体含水率评价 难描述裂缝尖端局部高饱和区 Weibull统计损伤[72] 微单元随机失效 微裂纹服从概率分布 适合描述冻融导致的强度退化 不能反映界面损伤空间分布特征 指数型退化模型[73] 强度随冻融衰减 劣化过程可等效 适用于轨道板可靠度计算 不能给出裂缝与界面机理
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表 5 混凝土材料疲劳损伤模型
Table 5. Fatigue damage model of concrete material
研究人员 损伤模型 说明 Lemaitre[130] $ D=B{Y}^{P}\dot{\pi }\left(f,{\overline{\sigma }}_{eq},R,T\right) $ D为损伤变量，B为材料参数，$ {Y}^{p} $为应变能密度释放率，$ \dot{\pi } $为微塑性应变率，f为频率，$ {\overline{\sigma }}_{eq} $为有效应力，R为高低应力比，T为热力学温度. 从细观角度探讨了微塑性损伤的演化机理. Marigo[131] $ D={\dot{\lambda }}^{d}{f}^{n}\dfrac{\partial f}{\partial Y} $ D为损伤变量，$ \dot{\lambda }^{d} $为损伤一致因子，n为材料参数，一般取2-10，f为归一化函数，其具体形式可通过试验测定，Y为损伤能释放率. 以损伤加卸载准则取代经典损伤力学理论中的损伤面概念. MAZARS[132] $ D={\alpha }_{t}{D}_{t} + {\alpha }_{c}{D}_{c} $ D表示损伤变量，αt表示拉应力相关系数，αc表示压应力相关系数，Dt拉伸效应下的损伤变量，Dc压缩效应下的损伤变量. 利用等效应变概念定义损伤阀值，将损伤变量分解为拉、压两部分. 丁兆东、李杰[135-136] $ D=\displaystyle\int\limits_{0}^{1}\left[1-H\left({E}_{s}-{E}_{f}\right)\right]dx $ D表示损伤变量，H（x）为Heaviside函数,当x小于0时，H（x）=0，当x小于等于0时，H（x）等于1，ES为体积元所保有的固有能量，Ef为微裂纹的累积能量耗散. 将疲劳过程能量耗散表达式引入上述细观随机断裂模型中.
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表 6 部分冻融与疲劳耦合加载特征参数
Table 6. Selected characteristic parameters of freeze-thaw and fatigue coupling loading
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